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material properties and the pseudostatic coefficient used in <br />• the analyses were identical to those utilized in the evaluation <br />of the main embankment. The north dike was found to have a <br />static factor of safety of 1.8 on the upstream face and 2.2 <br />on the downstream face and a pseudostatic factor of safety of <br />1.1 on the upstream face and 1.4 on the downstream face. These <br />values are greater than the U.S. Army Corp of Engineer minimum <br />factors of safety for earth and rock-fill dams of 1.5 and 1.0 <br />for static and pseudostatic analyses respectively. <br />D.6.8.4 East Dike <br />The stability of the east dike has been analyzed as <br />shown on Figure D.6-13. The stability analysis was limited to <br />evaluation of the critical circular slip surface. Construction <br />material properties and the pseudostatic coefficient used in <br />the analyses were identical to those utilized in the evaluation <br />of the main embankment. The east dike calculated factors of <br />safety of under static conditions were 1.8 for the upstream <br />• face and 2.2 for the downstream face. Under pseudostatic <br />conditions the calculated values were 1.2 for the upstream face <br />and 1.4 for the downstream face. These exceed values the U.S. <br />Army Corps of Engineers acceptable standards. <br />D.6.8.5 Collection Pond Embankment <br />The stability of the collection pond berm has been <br />analyzed as shown on figure D.6-14. The stability analysis was <br />limited to evaluation of the critical circular slip surface. <br />Construction material properties and the pseudostatic <br />coefficient used in the analyses were identical to those <br />utilized in the evaluation of the main embankment. The <br />calculated static factors of safety for the collection pond <br />berm were 2.2 on the upstream face and 2.3 on the downstream <br /> <br />D-69 <br />